def test_ele_load_uniform(): osi = o3.OpenSeesInstance(ndm=2, state=3) ele_len = 2.0 coords = [[0, 0], [ele_len, 0]] ele_nodes = [o3.node.Node(osi, *coords[x]) for x in range(len(coords))] transf = o3.geom_transf.Linear2D(osi, []) ele = o3.element.ElasticBeamColumn2D(osi, ele_nodes=ele_nodes, area=1.0, e_mod=1.0, iz=1.0, transf=transf, mass=1.0, c_mass="string") for i, node in enumerate(ele_nodes): if i == 0: o3.Fix3DOF(osi, node, o3.cc.FIXED, o3.cc.FIXED, o3.cc.FIXED) else: o3.Fix3DOF(osi, node, o3.cc.FREE, o3.cc.FIXED, o3.cc.FIXED) ts_po = o3.time_series.Linear(osi, factor=1) o3.pattern.Plain(osi, ts_po) udl = 10. o3.EleLoad2DUniform(osi, ele, w_y=-udl) tol = 1.0e-4 o3.constraints.Plain(osi) o3.numberer.RCM(osi) o3.system.BandGeneral(osi) o3.test_check.NormDispIncr(osi, tol, 6) o3.algorithm.Newton(osi) n_steps_gravity = 1 d_gravity = 1. / n_steps_gravity o3.integrator.LoadControl(osi, d_gravity, num_iter=10) o3.analysis.Static(osi) o3.analyze(osi, n_steps_gravity) opy.reactions() ele_loads = o3.get_ele_response(osi, ele, 'force') assert np.isclose(ele_loads[0], 0.0) assert np.isclose(ele_loads[1], udl * ele_len / 2) assert np.isclose(ele_loads[2], udl * ele_len**2 / 12) assert np.isclose(ele_loads[3], 0.0) assert np.isclose(ele_loads[4], udl * ele_len / 2) assert np.isclose(ele_loads[5], -udl * ele_len**2 / 12) assert np.isclose(o3.get_node_reaction(osi, ele_nodes[0], o3.cc.Y), udl * ele_len / 2)
def load_element(nu_init, nu_setp): esig_v0 = 100.0 osi = o3.OpenSeesInstance(ndm=2, ndf=2) mat = o3.nd_material.ElasticIsotropic(osi, 1.0e6, nu=nu_init) h_ele = 1. nodes = [ o3.node.Node(osi, 0.0, 0.0), o3.node.Node(osi, h_ele, 0.0), o3.node.Node(osi, h_ele, h_ele), o3.node.Node(osi, 0.0, h_ele) ] # Fix bottom node o3.Fix2DOF(osi, nodes[0], o3.cc.FIXED, o3.cc.FIXED) o3.Fix2DOF(osi, nodes[1], o3.cc.FIXED, o3.cc.FIXED) o3.Fix2DOF(osi, nodes[2], o3.cc.FREE, o3.cc.FREE) o3.Fix2DOF(osi, nodes[3], o3.cc.FREE, o3.cc.FREE) # Set out-of-plane DOFs to be slaved o3.EqualDOF(osi, nodes[2], nodes[3], [o3.cc.X, o3.cc.Y]) ele = o3.element.SSPquad(osi, nodes, mat, 'PlaneStrain', 1, 0.0, 0.0) o3.constraints.Transformation(osi) o3.test_check.NormDispIncr(osi, tol=1.0e-3, max_iter=35, p_flag=0) o3.algorithm.Newton(osi) o3.numberer.RCM(osi) o3.system.FullGeneral(osi) o3.integrator.DisplacementControl(osi, nodes[2], o3.cc.DOF2D_Y, 0.005) # o3.rayleigh.Rayleigh(osi, a0, a1, 0.0, 0.0) o3.analysis.Static(osi) o3.set_parameter(osi, value=nu_setp, eles=[ele], args=['nu', 1]) # Add static vertical pressure and stress bias # time_series = o3.time_series.Path(osi, time=[0, 100, 1e10], values=[0, 1, 1]) # o3.pattern.Plain(osi, time_series) ts0 = o3.time_series.Linear(osi, factor=1) o3.pattern.Plain(osi, ts0) o3.Load(osi, nodes[2], [0, -esig_v0 / 2]) o3.Load(osi, nodes[3], [0, -esig_v0 / 2]) o3.analyze(osi, num_inc=100) stresses = o3.get_ele_response(osi, ele, 'stress') print('init_stress0: ', stresses)
def run_pm4sand_et(sl, csr, esig_v0=101.0e3, static_bias=0.0, n_lim=100, k0=0.5, strain_limit=0.03, strain_inc=5.0e-6, etype='implicit'): nu_init = k0 / (1 + k0) damp = 0.02 omega0 = 0.2 omega1 = 20.0 a1 = 2. * damp / (omega0 + omega1) a0 = a1 * omega0 * omega1 # Initialise OpenSees instance osi = o3.OpenSeesInstance(ndm=2, ndf=3, state=3) # Establish nodes h_ele = 1. bl_node = o3.node.Node(osi, 0, 0) br_node = o3.node.Node(osi, h_ele, 0) tr_node = o3.node.Node(osi, h_ele, h_ele) tl_node = o3.node.Node(osi, 0, h_ele) all_nodes = [bl_node, br_node, tr_node, tl_node] # Fix bottom node o3.Fix3DOF(osi, bl_node, o3.cc.FIXED, o3.cc.FIXED, o3.cc.FIXED) o3.Fix3DOF(osi, br_node, o3.cc.FIXED, o3.cc.FIXED, o3.cc.FIXED) o3.Fix3DOF(osi, tr_node, o3.cc.FREE, o3.cc.FREE, o3.cc.FIXED) o3.Fix3DOF(osi, tl_node, o3.cc.FREE, o3.cc.FREE, o3.cc.FIXED) # Set out-of-plane DOFs to be slaved o3.EqualDOF(osi, tr_node, tl_node, [o3.cc.X, o3.cc.Y]) # Define material pm4sand = o3.nd_material.PM4Sand(osi, sl.relative_density, sl.g0_mod, sl.h_po, sl.unit_sat_mass, 101.3, nu=nu_init) # Note water bulk modulus is irrelevant since constant volume test - so as soil skeleton contracts # the bulk modulus of the soil skeleton controls the change in effective stress water_bulk_mod = 2.2e6 ele = o3.element.SSPquadUP(osi, all_nodes, pm4sand, 1.0, water_bulk_mod, 1., sl.permeability, sl.permeability, sl.e_curr, alpha=1.0e-5, b1=0.0, b2=0.0) o3.constraints.Transformation(osi) o3.test_check.NormDispIncr(osi, tol=1.0e-6, max_iter=35, p_flag=0) o3.numberer.RCM(osi) omegas = np.array(o3.get_eigen(osi, n=1))**0.5 periods = 2 * np.pi / omegas periods = [0.001] if etype == 'implicit': o3.algorithm.Newton(osi) o3.system.FullGeneral(osi) o3.integrator.Newmark(osi, gamma=5. / 6, beta=4. / 9) dt = 0.01 else: o3.algorithm.Linear(osi, factor_once=True) o3.system.FullGeneral(osi) if etype == 'newmark_explicit': o3.integrator.NewmarkExplicit(osi, gamma=0.5) explicit_dt = periods[0] / np.pi / 8 elif etype == 'central_difference': o3.integrator.CentralDifference(osi) explicit_dt = periods[0] / np.pi / 16 # 0.5 is a factor of safety elif etype == 'hht_explicit': o3.integrator.HHTExplicit(osi, alpha=0.5) explicit_dt = periods[0] / np.pi / 8 elif etype == 'explicit_difference': o3.integrator.ExplicitDifference(osi) explicit_dt = periods[0] / np.pi / 4 else: raise ValueError(etype) print('explicit_dt: ', explicit_dt) dt = explicit_dt o3.analysis.Transient(osi) freqs = [0.5, 10] xi = 0.1 use_modal_damping = 0 if use_modal_damping: omega_1 = 2 * np.pi * freqs[0] omega_2 = 2 * np.pi * freqs[1] a0 = 2 * xi * omega_1 * omega_2 / (omega_1 + omega_2) a1 = 2 * xi / (omega_1 + omega_2) o3.rayleigh.Rayleigh(osi, a0, 0, a1, 0) else: o3.ModalDamping(osi, [xi]) o3.update_material_stage(osi, pm4sand, stage=0) # print('here1: ', o3.get_ele_response(osi, ele, 'stress'), esig_v0, csr) all_stresses_cache = o3.recorder.ElementToArrayCache(osi, ele, arg_vals=['stress']) all_strains_cache = o3.recorder.ElementToArrayCache(osi, ele, arg_vals=['strain']) nodes_cache = o3.recorder.NodesToArrayCache(osi, all_nodes, dofs=[1, 2, 3], res_type='disp') o3.recorder.NodesToFile(osi, 'node_disp.txt', all_nodes, dofs=[1, 2, 3], res_type='disp') # Add static vertical pressure and stress bias ttime = 30 time_series = o3.time_series.Path(osi, time=[0, ttime, 1e10], values=[0, 1, 1]) o3.pattern.Plain(osi, time_series) o3.Load(osi, tl_node, [0, -esig_v0 / 2, 0]) o3.Load(osi, tr_node, [0, -esig_v0 / 2, 0]) o3.analyze(osi, num_inc=int(ttime / dt) + 10, dt=dt) ts2 = o3.time_series.Path(osi, time=[ttime, 80000, 1e10], values=[1., 1., 1.], factor=1) o3.pattern.Plain(osi, ts2, fact=1.) y_vert = o3.get_node_disp(osi, tr_node, o3.cc.Y) o3.SP(osi, tl_node, dof=o3.cc.Y, dof_values=[y_vert]) o3.SP(osi, tr_node, dof=o3.cc.Y, dof_values=[y_vert]) # Close the drainage valves for node in all_nodes: o3.remove_sp(osi, node, dof=3) o3.analyze(osi, int(5 / dt), dt=dt) print('here3: ', o3.get_ele_response(osi, ele, 'stress'), esig_v0, csr) o3.update_material_stage(osi, pm4sand, stage=1) o3.set_parameter(osi, value=0, eles=[ele], args=['FirstCall', pm4sand.tag]) o3.analyze(osi, int(5 / dt), dt=dt) o3.set_parameter(osi, value=sl.poissons_ratio, eles=[ele], args=['poissonRatio', pm4sand.tag]) o3.extensions.to_py_file(osi) n_cyc = 0.0 target_strain = 1.1 * strain_limit target_disp = target_strain * h_ele limit_reached = 0 export = 1 while n_cyc < n_lim: print('n_cyc: ', n_cyc) h_disp = o3.get_node_disp(osi, tr_node, o3.cc.X) curr_time = o3.get_time(osi) steps = target_strain / strain_inc ts0 = o3.time_series.Path(osi, time=[curr_time, curr_time + steps, 1e10], values=[h_disp, target_disp, target_disp], factor=1) pat0 = o3.pattern.Plain(osi, ts0) o3.SP(osi, tr_node, dof=o3.cc.X, dof_values=[1.0]) curr_stress = o3.get_ele_response(osi, ele, 'stress')[2] if math.isnan(curr_stress): raise ValueError if export: o3.extensions.to_py_file(osi) export = 0 while curr_stress < (csr - static_bias) * esig_v0: o3.analyze(osi, int(0.1 / dt), dt=dt) curr_stress = o3.get_ele_response(osi, ele, 'stress')[2] h_disp = o3.get_node_disp(osi, tr_node, o3.cc.X) print(h_disp, target_disp) if h_disp >= target_disp: print('STRAIN LIMIT REACHED - on load') limit_reached = 1 break if limit_reached: break n_cyc += 0.25 print('load reversal, n_cyc: ', n_cyc) curr_time = o3.get_time(osi) o3.remove_load_pattern(osi, pat0) o3.remove(osi, ts0) o3.remove_sp(osi, tr_node, dof=o3.cc.X) # Reverse cycle steps = (h_disp + target_disp) / (strain_inc * h_ele) ts0 = o3.time_series.Path(osi, time=[curr_time, curr_time + steps, 1e10], values=[h_disp, -target_disp, -target_disp], factor=1) pat0 = o3.pattern.Plain(osi, ts0) o3.SP(osi, tr_node, dof=o3.cc.X, dof_values=[1.0]) i = 0 while curr_stress > -(csr + static_bias) * esig_v0: o3.analyze(osi, int(0.1 / dt), dt=dt) curr_stress = o3.get_ele_response(osi, ele, 'stress')[2] h_disp = o3.get_node_disp(osi, tr_node, o3.cc.X) if -h_disp >= target_disp: print('STRAIN LIMIT REACHED - on reverse') limit_reached = 1 break i += 1 if i > steps: break if limit_reached: break n_cyc += 0.5 print('reload, n_cyc: ', n_cyc) curr_time = o3.get_time(osi) o3.remove_load_pattern(osi, pat0) o3.remove(osi, ts0) o3.remove_sp(osi, tr_node, dof=o3.cc.X) # reload cycle steps = (-h_disp + target_disp) / (strain_inc * h_ele) ts0 = o3.time_series.Path(osi, time=[curr_time, curr_time + steps, 1e10], values=[h_disp, target_disp, target_disp], factor=1) pat0 = o3.pattern.Plain(osi, ts0) o3.SP(osi, tr_node, dof=o3.cc.X, dof_values=[1.0]) while curr_stress < static_bias * esig_v0: o3.analyze(osi, int(0.1 / dt), dt=dt) curr_stress = o3.get_ele_response(osi, ele, 'stress')[2] h_disp = o3.get_node_disp(osi, tr_node, o3.cc.X) if h_disp >= target_disp: print('STRAIN LIMIT REACHED - on reload') limit_reached = 1 break if limit_reached: break o3.remove_load_pattern(osi, pat0) o3.remove(osi, ts0) o3.remove_sp(osi, tr_node, dof=o3.cc.X) n_cyc += 0.25 o3.wipe(osi) all_stresses = all_stresses_cache.collect() all_strains = all_strains_cache.collect() disps = nodes_cache.collect() stress = all_stresses[:, 2] strain = all_strains[:, 2] ppt = all_stresses[:, 1] return stress, strain, ppt, disps pass
def run_ts_custom_strain(mat, esig_v0, strains, osi=None, nu_dyn=None, target_d_inc=0.00001, k0=None, etype='newmark_explicit', handle='silent', verbose=0, opyfile=None, dss=False, plain_strain=True, min_n=10, nl=True): # if dss: # raise ValueError('dss option is not working') damp = 0.05 omega0 = 0.2 omega1 = 20.0 a1 = 2. * damp / (omega0 + omega1) a0 = a1 * omega0 * omega1 if osi is None: osi = o3.OpenSeesInstance(ndm=2, ndf=2) mat.build(osi) # Establish nodes h_ele = 1. nodes = [ o3.node.Node(osi, 0.0, 0.0), o3.node.Node(osi, h_ele, 0.0), o3.node.Node(osi, h_ele, h_ele), o3.node.Node(osi, 0.0, h_ele) ] # Fix bottom node o3.Fix2DOF(osi, nodes[0], o3.cc.FIXED, o3.cc.FIXED) if k0 is None: o3.Fix2DOF(osi, nodes[1], o3.cc.FIXED, o3.cc.FIXED) # Set out-of-plane DOFs to be slaved o3.EqualDOF(osi, nodes[2], nodes[3], [o3.cc.X, o3.cc.Y]) else: # control k0 with node forces o3.Fix2DOF(osi, nodes[1], o3.cc.FIXED, o3.cc.FREE) if plain_strain: oop = 'PlaneStrain' else: oop = 'PlaneStress' ele = o3.element.SSPquad(osi, nodes, mat, oop, 1, 0.0, 0.0) angular_freqs = np.array(o3.get_eigen(osi, solver='fullGenLapack', n=2)) ** 0.5 print('angular_freqs: ', angular_freqs) periods = 2 * np.pi / angular_freqs xi = 0.03 o3.ModalDamping(osi, [xi, xi]) print('periods: ', periods) o3.constraints.Transformation(osi) o3.test_check.NormDispIncr(osi, tol=1.0e-6, max_iter=35, p_flag=0) o3.numberer.RCM(osi) if etype == 'implicit': o3.algorithm.Newton(osi) o3.system.FullGeneral(osi) o3.integrator.Newmark(osi, gamma=0.5, beta=0.25) dt = 0.01 else: o3.algorithm.Linear(osi, factor_once=True) o3.system.FullGeneral(osi) if etype == 'newmark_explicit': o3.integrator.NewmarkExplicit(osi, gamma=0.5) explicit_dt = periods[0] / np.pi / 8 elif etype == 'central_difference': o3.integrator.CentralDifference(osi) explicit_dt = periods[0] / np.pi / 16 # 0.5 is a factor of safety elif etype == 'hht_explicit': o3.integrator.HHTExplicit(osi, alpha=0.5) explicit_dt = periods[0] / np.pi / 8 elif etype == 'explicit_difference': o3.integrator.ExplicitDifference(osi) explicit_dt = periods[0] / np.pi / 4 else: raise ValueError(etype) print('explicit_dt: ', explicit_dt) dt = explicit_dt o3.analysis.Transient(osi) o3.update_material_stage(osi, mat, stage=0) # dt = 0.00001 tload = 60 n_steps = tload / dt # Add static vertical pressure and stress bias time_series = o3.time_series.Path(osi, time=[0, tload, 1e10], values=[0, 1, 1]) o3.pattern.Plain(osi, time_series) # ts0 = o3.time_series.Linear(osi, factor=1) # o3.pattern.Plain(osi, ts0) if k0: o3.Load(osi, nodes[2], [-esig_v0 / 2, -esig_v0 / 2]) o3.Load(osi, nodes[3], [esig_v0 / 2, -esig_v0 / 2]) o3.Load(osi, nodes[1], [-esig_v0 / 2, 0]) # node 0 is fixed else: o3.Load(osi, nodes[2], [0, -esig_v0 / 2]) o3.Load(osi, nodes[3], [0, -esig_v0 / 2]) print('Apply init stress to elastic element') o3.analyze(osi, num_inc=n_steps, dt=dt) stresses = o3.get_ele_response(osi, ele, 'stress') print('init_stress0: ', stresses) o3.load_constant(osi, tload) if hasattr(mat, 'update_to_nonlinear') and nl: print('set to nonlinear') mat.update_to_nonlinear() o3.analyze(osi, 10000, dt=dt) # if not nl: # mat.update_to_linear() if nu_dyn is not None: mat.set_nu(nu_dyn, eles=[ele]) o3.analyze(osi, 10000, dt=dt) # o3.extensions.to_py_file(osi) stresses = o3.get_ele_response(osi, ele, 'stress') print('init_stress1: ', stresses) # Prepare for reading results exit_code = None stresses = o3.get_ele_response(osi, ele, 'stress') if dss: o3.gen_reactions(osi) force0 = o3.get_node_reaction(osi, nodes[2], o3.cc.DOF2D_X) force1 = o3.get_node_reaction(osi, nodes[3], o3.cc.DOF2D_X) # force2 = o3.get_node_reaction(osi, nodes[0], o3.cc.DOF2D_X) stress = [force1 + force0] strain = [o3.get_node_disp(osi, nodes[2], dof=o3.cc.DOF2D_X)] sxy_ind = None gxy_ind = None # iforce0 = o3.get_node_reaction(osi, nodes[0], o3.cc.DOF2D_X) # iforce1 = o3.get_node_reaction(osi, nodes[1], o3.cc.DOF2D_X) # iforce2 = o3.get_node_reaction(osi, nodes[2], o3.cc.DOF2D_X) # iforce3 = o3.get_node_reaction(osi, nodes[3], o3.cc.DOF2D_X) # print(iforce0, iforce1, iforce2, iforce3, stresses[2]) else: ro = o3.recorder.load_recorder_options() import pandas as pd df = pd.read_csv(ro) mat_type = ele.mat.type dfe = df[(df['mat'] == mat_type) & (df['form'] == oop)] df_sxy = dfe[dfe['recorder'] == 'stress'] outs = df_sxy['outs'].iloc[0].split('-') sxy_ind = outs.index('sxy') df_gxy = dfe[dfe['recorder'] == 'strain'] outs = df_gxy['outs'].iloc[0].split('-') gxy_ind = outs.index('gxy') stress = [stresses[sxy_ind]] cur_strains = o3.get_ele_response(osi, ele, 'strain') strain = [cur_strains[gxy_ind]] time_series = o3.time_series.Path(osi, time=[0, tload, 1e10], values=[0, 1, 1]) o3.pattern.Plain(osi, time_series) disps = list(np.array(strains) * 1) d_per_dt = 0.01 diff_disps = np.diff(disps, prepend=0) time_incs = np.abs(diff_disps) / d_per_dt approx_n_steps = time_incs / dt time_incs = np.where(approx_n_steps < 800, 800 * dt, time_incs) approx_n_steps = time_incs / dt assert min(approx_n_steps) >= 8, approx_n_steps curr_time = o3.get_time(osi) times = list(np.cumsum(time_incs) + curr_time) disps.append(disps[-1]) times.append(1e10) disps = list(disps) n_steps_p2 = int((times[-2] - curr_time) / dt) + 10 print('n_steps: ', n_steps_p2) times.insert(0, curr_time) disps.insert(0, 0.0) init_disp = o3.get_node_disp(osi, nodes[2], dof=o3.cc.X) disps = list(np.array(disps) + init_disp) ts0 = o3.time_series.Path(osi, time=times, values=disps, factor=1) pat0 = o3.pattern.Plain(osi, ts0) o3.SP(osi, nodes[2], dof=o3.cc.X, dof_values=[1]) o3.SP(osi, nodes[3], dof=o3.cc.X, dof_values=[1]) print('init_disp: ', init_disp) print('path -times: ', times) print('path -values: ', disps) v_eff = [stresses[1]] h_eff = [stresses[0]] time = [o3.get_time(osi)] for i in range(int(n_steps_p2 / 200)): print(i / (n_steps_p2 / 200)) fail = o3.analyze(osi, 200, dt=dt) o3.gen_reactions(osi) stresses = o3.get_ele_response(osi, ele, 'stress') v_eff.append(stresses[1]) h_eff.append(stresses[0]) if dss: o3.gen_reactions(osi) force0 = o3.get_node_reaction(osi, nodes[2], o3.cc.DOF2D_X) force1 = o3.get_node_reaction(osi, nodes[3], o3.cc.DOF2D_X) stress.append(force1 + force0) strain.append(o3.get_node_disp(osi, nodes[2], dof=o3.cc.DOF2D_X)) else: stress.append(stresses[sxy_ind]) cur_strains = o3.get_ele_response(osi, ele, 'strain') strain.append(cur_strains[gxy_ind]) time.append(o3.get_time(osi)) if fail: break return np.array(stress), np.array(strain)-init_disp, np.array(v_eff), np.array(h_eff), np.array(time), exit_code
def run_uniaxial_force_driver(osi, mat_obj, forces, d_step=0.001, max_steps=10000, handle='silent'): """ A Uniaxial material force-defined driver Parameters ---------- osi: o3.OpenSeesInstance() An Opensees instance mat_obj: o3.uniaxial_material.UniaxialMaterialBase() An instance of uniaxial material forces: array_like Target forces d_step: float Displacement increment max_steps: int Maximum number of steps to take to achieve target force handle: str Behaviour if target force not reached, If 'silent' then change to next target force, if 'warn' then print warning and go to next force, else raise error. Returns ------- disp: array_like Actual displacements react: array_like Reactions at each displacement """ left_node = o3.node.Node(osi, 0, 0) right_node = o3.node.Node(osi, 0, 0) o3.Fix1DOF(osi, left_node, o3.cc.FIXED) o3.Fix1DOF(osi, right_node, o3.cc.FREE) ele = o3.element.ZeroLength(osi, [left_node, right_node], mats=[mat_obj], dirs=[o3.cc.DOF2D_X], r_flag=1) o3.constraints.Plain(osi) o3.numberer.RCM(osi) o3.system.BandGeneral(osi) o3.test_check.NormDispIncr(osi, 0.002, 10, p_flag=0) o3.algorithm.Newton(osi) o3.integrator.DisplacementControl(osi, right_node, o3.cc.X, 0.0001) o3.analysis.Static(osi) ts_po = o3.time_series.Linear(osi, factor=1) o3.pattern.Plain(osi, ts_po) o3.Load(osi, right_node, [1.0]) react = 0 disp = [0] reacts = [react] diffs = np.diff(forces, prepend=0) orys = np.where(diffs >= 0, 1, -1) for i in range(len(forces)): ory = orys[i] o3.integrator.DisplacementControl(osi, right_node, o3.cc.X, -d_step * ory) for j in range(max_steps): if react * ory < forces[i] * ory: o3.analyze(osi, 1) else: break o3.gen_reactions(osi) react = o3.get_ele_response(osi, ele, 'force')[0] reacts.append(react) end_disp = -o3.get_node_disp(osi, right_node, dof=o3.cc.X) disp.append(end_disp) if j == max_steps - 1: if handle == 'silent': break if handle == 'warn': print( f'Target force not reached: force={react:.4g}, target: {forces[i]:.4g}' ) else: raise ValueError() return np.array(disp), np.array(reacts)
def run_uniaxial_disp_driver(osi, mat_obj, disps, target_d_inc=1.0e-5): """ A Uniaxial material displacement controlled driver Parameters ---------- osi: o3.OpenSeesInstance() An Opensees instance mat_obj: o3.uniaxial_material.UniaxialMaterialBase() An instance of uniaxial material disps: array_like Target displacements target_d_inc: float Target displacement increment Returns ------- disp: array_like Actual displacements react: array_like Reactions at each displacement """ left_node = o3.node.Node(osi, 0, 0) right_node = o3.node.Node(osi, 0, 0) o3.Fix1DOF(osi, left_node, o3.cc.FIXED) o3.Fix1DOF(osi, right_node, o3.cc.FREE) ele = o3.element.ZeroLength(osi, [left_node, right_node], mats=[mat_obj], dirs=[o3.cc.DOF2D_X], r_flag=1) disp = [] react = [] o3.constraints.Plain(osi) o3.numberer.RCM(osi) o3.system.BandGeneral(osi) o3.test_check.NormDispIncr(osi, 0.002, 10, p_flag=0) o3.algorithm.Newton(osi) o3.integrator.DisplacementControl(osi, right_node, o3.cc.X, -target_d_inc) o3.analysis.Static(osi) ts_po = o3.time_series.Linear(osi, factor=1) o3.pattern.Plain(osi, ts_po) o3.Load(osi, right_node, [1.0]) disp.append(0) react.append(0) d_incs = np.diff(disps, prepend=0) for i in range(len(disps)): d_inc_i = d_incs[i] if target_d_inc < abs(d_inc_i): n = int(abs(d_inc_i / target_d_inc)) d_step = d_inc_i / n else: n = 1 d_step = d_inc_i o3.integrator.DisplacementControl(osi, right_node, o3.cc.X, d_step) o3.analyze(osi, n) o3.gen_reactions(osi) react.append(o3.get_ele_response(osi, ele, 'force')[0]) end_disp = -o3.get_node_disp(osi, right_node, dof=o3.cc.X) disp.append(end_disp) return np.array(disp), np.array(react)
def run(use_pload): # If pload=true then apply point load at end, else apply distributed load along beam osi = o3.OpenSeesInstance(ndm=2, state=3) ele_len = 4.0 # Establish nodes left_node = o3.node.Node(osi, 0, 0) right_node = o3.node.Node(osi, ele_len, 0) # Fix bottom node o3.Fix3DOF(osi, left_node, o3.cc.FIXED, o3.cc.FIXED, o3.cc.FIXED) o3.Fix3DOF(osi, right_node, o3.cc.FREE, o3.cc.FREE, o3.cc.FREE) e_mod = 200.0e2 i_sect = 0.1 area = 0.5 lp_i = 0.1 lp_j = 0.1 elastic = 0 if elastic: left_sect = o3.section.Elastic2D(osi, e_mod, area, i_sect) else: m_cap = 14.80 b = 0.05 phi = m_cap / (e_mod * i_sect) # mat_flex = o3.uniaxial_material.Steel01(osi, m_cap, e0=e_mod * i_sect, b=b) mat_flex = o3.uniaxial_material.ElasticBilin(osi, e_mod * i_sect, e_mod * i_sect * b, phi) mat_axial = o3.uniaxial_material.Elastic(osi, e_mod * area) left_sect = o3.section.Aggregator(osi, mats=[[mat_axial, o3.cc.P], [mat_flex, o3.cc.M_Z], [mat_flex, o3.cc.M_Y]]) right_sect = o3.section.Elastic2D(osi, e_mod, area, i_sect) centre_sect = o3.section.Elastic2D(osi, e_mod, area, i_sect) integ = o3.beam_integration.HingeMidpoint(osi, left_sect, lp_i, right_sect, lp_j, centre_sect) beam_transf = o3.geom_transf.Linear2D(osi, ) ele = o3.element.ForceBeamColumn(osi, [left_node, right_node], beam_transf, integ) w_gloads = 1 if w_gloads: # Apply gravity loads pload = 1.0 * ele_len udl = 2.0 ts_po = o3.time_series.Linear(osi, factor=1) o3.pattern.Plain(osi, ts_po) if use_pload: o3.Load(osi, right_node, [0, -pload, 0]) else: o3.EleLoad2DUniform(osi, ele, -udl) tol = 1.0e-3 o3.constraints.Plain(osi) o3.numberer.RCM(osi) o3.system.BandGeneral(osi) n_steps_gravity = 10 o3.integrator.LoadControl(osi, 1. / n_steps_gravity, num_iter=10) o3.test_check.NormDispIncr(osi, tol, 10) o3.algorithm.Linear(osi) o3.analysis.Static(osi) o3.analyze(osi, n_steps_gravity) o3.gen_reactions(osi) print('reactions: ', o3.get_ele_response(osi, ele, 'force')[:3]) end_disp = o3.get_node_disp(osi, right_node, dof=o3.cc.Y) print(f'end_disp: {end_disp}') if use_pload: disp_expected = pload * ele_len**3 / (3 * e_mod * i_sect) print(f'v_expected: {pload}') print(f'm_expected: {pload * ele_len}') print(f'disp_expected: {disp_expected}') else: v_expected = udl * ele_len m_expected = udl * ele_len**2 / 2 disp_expected = udl * ele_len**4 / (8 * e_mod * i_sect) print(f'v_expected: {v_expected}') print(f'm_expected: {m_expected}') print(f'disp_expected: {disp_expected}') # o3.extensions.to_py_file(osi, 'temp4.py') disp_load = 1 if disp_load: # start displacement controlled d_inc = -0.01 # opy.wipeAnalysis() o3.numberer.RCM(osi) o3.system.BandGeneral(osi) o3.test_check.NormUnbalance(osi, 2, max_iter=10, p_flag=0) # o3.test_check.FixedNumIter(osi, max_iter=10) # o3.test_check.NormDispIncr(osi, 0.002, 10, p_flag=0) o3.algorithm.Newton(osi) o3.integrator.DisplacementControl(osi, right_node, o3.cc.Y, d_inc) o3.analysis.Static(osi) ts_po = o3.time_series.Linear(osi, factor=1) o3.pattern.Plain(osi, ts_po) o3.Load(osi, right_node, [0.0, 1.0, 0]) ok = o3.analyze(osi, 10) end_disp = o3.get_node_disp(osi, right_node, dof=o3.cc.Y) print(f'end_disp: {end_disp}') r = o3.get_ele_response(osi, ele, 'force')[:3] print('reactions: ', r) k = r[1] / -end_disp print('k: ', k) k_elastic_expected = 1. / (ele_len**3 / (3 * e_mod * i_sect)) print('k_elastic_expected: ', k_elastic_expected)
def get_elastic_response(mass, k_spring, motion, dt, xi=0.05, r_post=0.0): """ Run seismic analysis of a nonlinear SDOF :param mass: SDOF mass :param k_spring: spring stiffness :param motion: array_like, acceleration values :param dt: float, time step of acceleration values :param xi: damping ratio :param r_post: post-yield stiffness :return: """ osi = o3.OpenSeesInstance(ndm=2, state=3) height = 5. # Establish nodes bot_node = o3.node.Node(osi, 0, 0) top_node = o3.node.Node(osi, 0, height) # Fix bottom node o3.Fix3DOF(osi, top_node, o3.cc.FREE, o3.cc.FIXED, o3.cc.FREE) o3.Fix3DOF(osi, bot_node, o3.cc.FIXED, o3.cc.FIXED, o3.cc.FIXED) # Set out-of-plane DOFs to be slaved o3.EqualDOF(osi, top_node, bot_node, [o3.cc.Y]) # nodal mass (weight / g): o3.Mass(osi, top_node, mass, 0., 0.) # Define material transf = o3.geom_transf.Linear2D(osi, []) area = 1.0 e_mod = 1.0e6 iz = k_spring * height ** 3 / (3 * e_mod) ele_nodes = [bot_node, top_node] ele = o3.element.ElasticBeamColumn2D(osi, ele_nodes, area=area, e_mod=e_mod, iz=iz, transf=transf) # Define the dynamic analysis acc_series = o3.time_series.Path(osi, dt=dt, values=-motion) # should be negative o3.pattern.UniformExcitation(osi, dir=o3.cc.X, accel_series=acc_series) # set damping based on first eigen mode angular_freq = o3.get_eigen(osi, solver='fullGenLapack', n=1)[0] ** 0.5 response_period = 2 * np.pi / angular_freq print('response_period: ', response_period) beta_k = 2 * xi / angular_freq o3.rayleigh.Rayleigh(osi, alpha_m=0.0, beta_k=beta_k, beta_k_init=0.0, beta_k_comm=0.0) # Run the dynamic analysis o3.wipe_analysis(osi) o3.algorithm.Newton(osi) o3.system.SparseGeneral(osi) o3.numberer.RCM(osi) o3.constraints.Transformation(osi) o3.integrator.Newmark(osi, 0.5, 0.25) o3.analysis.Transient(osi) o3.extensions.to_py_file(osi, 'simple.py') o3.test_check.EnergyIncr(osi, tol=1.0e-10, max_iter=10) analysis_time = (len(motion) - 1) * dt analysis_dt = 0.001 outputs = { "time": [], "rel_disp": [], "rel_accel": [], "rel_vel": [], "force": [] } while o3.get_time(osi) < analysis_time: o3.analyze(osi, 1, analysis_dt) curr_time = o3.get_time(osi) outputs["time"].append(curr_time) outputs["rel_disp"].append(o3.get_node_disp(osi, top_node, o3.cc.X)) outputs["rel_vel"].append(o3.get_node_vel(osi, top_node, o3.cc.X)) outputs["rel_accel"].append(o3.get_node_accel(osi, top_node, o3.cc.X)) o3.gen_reactions(osi) outputs["force"].append(o3.get_ele_response(osi, ele, 'force')) o3.wipe(osi) for item in outputs: outputs[item] = np.array(outputs[item]) return outputs
def run_2d_strain_driver_iso(osi, base_mat, esig_v0, disps, target_d_inc=0.00001, max_steps=10000, handle='silent', da_strain_max=0.05, max_cycles=200, srate=0.0001, esig_v_min=1.0, k0_init=1, verbose=0, cyc_lim_fail=True): if not np.isclose(k0_init, 1., rtol=0.05): raise ValueError(f'Only supports k0=1, current k0={k0_init:.3f}') max_steps_per_half_cycle = 50000 nodes = [ o3.node.Node(osi, 0.0, 0.0), o3.node.Node(osi, 1.0, 0.0), o3.node.Node(osi, 1.0, 1.0), o3.node.Node(osi, 0.0, 1.0) ] for node in nodes: o3.Fix2DOF(osi, node, 1, 1) mat = o3.nd_material.InitStressNDMaterial(osi, other=base_mat, init_stress=-esig_v0, n_dim=2) ele = o3.element.SSPquad(osi, nodes, mat, 'PlaneStrain', 1, 0.0, 0.0) # create analysis o3.constraints.Penalty(osi, 1.0e15, 1.0e15) o3.algorithm.Linear(osi) o3.numberer.RCM(osi) o3.system.FullGeneral(osi) o3.analysis.Static(osi) d_init = 0.0 d_max = 0.1 # element height is 1m max_time = (d_max - d_init) / srate ts0 = o3.time_series.Linear(osi, factor=1) o3.pattern.Plain(osi, ts0) o3.Load(osi, nodes[2], [1.0, 0.0]) o3.Load(osi, nodes[3], [1.0, 0.0]) o3.analyze(osi, 1) o3.set_parameter(osi, value=1, eles=[ele], args=['materialState']) o3.update_material_stage(osi, base_mat, 1) o3.analyze(osi, 1) exit_code = None # loop through the total number of cycles react = 0 strain = [0] stresses = o3.get_ele_response(osi, ele, 'stress') stress = [stresses[2]] v_eff = [stresses[1]] h_eff = [stresses[0]] d_incs = np.diff(disps, prepend=0) # orys = np.where(diffs >= 0, 1, -1) for i in range(len(disps)): d_inc_i = d_incs[i] if target_d_inc < abs(d_inc_i): n = int(abs(d_inc_i / target_d_inc)) d_step = d_inc_i / n else: n = 1 d_step = d_inc_i for j in range(n): o3.integrator.DisplacementControl(osi, nodes[2], o3.cc.DOF2D_X, -d_step) o3.Load(osi, nodes[2], [1.0, 0.0]) o3.Load(osi, nodes[3], [1.0, 0.0]) o3.analyze(osi, 1) o3.gen_reactions(osi) # react = o3.get_ele_response(osi, ele, 'force')[0] stresses = o3.get_ele_response(osi, ele, 'stress') v_eff.append(stresses[1]) h_eff.append(stresses[0]) force0 = o3.get_node_reaction(osi, nodes[0], o3.cc.DOF2D_X) force1 = o3.get_node_reaction(osi, nodes[1], o3.cc.DOF2D_X) stress.append(-force0 - force1) # stress.append(stresses[2]) end_strain = -o3.get_node_disp(osi, nodes[2], dof=o3.cc.DOF2D_X) strain.append(end_strain) return -np.array(stress), np.array(strain), np.array(v_eff), np.array(h_eff), exit_code
def run_2d_stress_driver(osi, base_mat, esig_v0, forces, d_step=0.001, max_steps=10000, handle='silent', da_strain_max=0.05, max_cycles=200, srate=0.0001, esig_v_min=1.0, k0_init=1, verbose=0, cyc_lim_fail=True): if k0_init != 1: raise ValueError('Only supports k0=1') max_steps_per_half_cycle = 50000 nodes = [ o3.node.Node(osi, 0.0, 0.0), o3.node.Node(osi, 1.0, 0.0), o3.node.Node(osi, 1.0, 1.0), o3.node.Node(osi, 0.0, 1.0) ] for node in nodes: o3.Fix2DOF(osi, node, 1, 1) mat = o3.nd_material.InitStressNDMaterial(osi, other=base_mat, init_stress=-esig_v0, n_dim=2) ele = o3.element.SSPquad(osi, nodes, mat, 'PlaneStrain', 1, 0.0, 0.0) # create analysis o3.constraints.Penalty(osi, 1.0e15, 1.0e15) o3.algorithm.Linear(osi) o3.numberer.RCM(osi) o3.system.FullGeneral(osi) o3.analysis.Static(osi) d_init = 0.0 d_max = 0.1 # element height is 1m max_time = (d_max - d_init) / srate ts0 = o3.time_series.Linear(osi, factor=1) o3.pattern.Plain(osi, ts0) o3.Load(osi, nodes[2], [1.0, 0.0]) o3.Load(osi, nodes[3], [1.0, 0.0]) o3.analyze(osi, 1) o3.set_parameter(osi, value=1, eles=[ele], args=['materialState']) o3.update_material_stage(osi, base_mat, 1) o3.analyze(osi, 1) exit_code = None print('hhh') # loop through the total number of cycles react = 0 strain = [0] stresses = o3.get_ele_response(osi, ele, 'stress') stress = [stresses[2]] v_eff = [stresses[1]] h_eff = [stresses[0]] diffs = np.diff(forces, prepend=0) orys = np.where(diffs >= 0, 1, -1) for i in range(len(forces)): print('i: ', i, d_step) ory = orys[i] o3.integrator.DisplacementControl(osi, nodes[2], o3.cc.DOF2D_X, -d_step * ory) o3.Load(osi, nodes[2], [ory * 1.0, 0.0]) o3.Load(osi, nodes[3], [ory * 1.0, 0.0]) for j in range(max_steps): if react * ory < forces[i] * ory: o3.analyze(osi, 1) else: print('reached!') break o3.gen_reactions(osi) # react = o3.get_ele_response(osi, ele, 'force')[0] stresses = o3.get_ele_response(osi, ele, 'stress') # print(stresses) tau = stresses[2] print(tau, forces[i], ory) react = -tau v_eff.append(stresses[1]) h_eff.append(stresses[0]) stress.append(tau) end_strain = -o3.get_node_disp(osi, nodes[2], dof=o3.cc.DOF2D_X) strain.append(end_strain) if j == max_steps - 1: if handle == 'silent': break if handle == 'warn': print(f'Target force not reached: force={react:.4g}, target: {forces[i]:.4g}') else: raise ValueError() return np.array(stress), np.array(strain), np.array(v_eff), np.array(h_eff), exit_code
def run_2d_strain_driver(osi, mat, esig_v0, disps, target_d_inc=0.00001, handle='silent', verbose=0): k0 = 1.0 pois = k0 / (1 + k0) damp = 0.05 omega0 = 0.2 omega1 = 20.0 a1 = 2. * damp / (omega0 + omega1) a0 = a1 * omega0 * omega1 # Establish nodes h_ele = 1. nodes = [ o3.node.Node(osi, 0.0, 0.0), o3.node.Node(osi, h_ele, 0.0), o3.node.Node(osi, h_ele, h_ele), o3.node.Node(osi, 0.0, h_ele) ] # Fix bottom node o3.Fix2DOF(osi, nodes[0], o3.cc.FIXED, o3.cc.FIXED) o3.Fix2DOF(osi, nodes[1], o3.cc.FIXED, o3.cc.FIXED) o3.Fix2DOF(osi, nodes[2], o3.cc.FREE, o3.cc.FREE) o3.Fix2DOF(osi, nodes[3], o3.cc.FREE, o3.cc.FREE) # Set out-of-plane DOFs to be slaved o3.EqualDOF(osi, nodes[2], nodes[3], [o3.cc.X, o3.cc.Y]) ele = o3.element.SSPquad(osi, nodes, mat, 'PlaneStrain', 1, 0.0, 0.0) o3.constraints.Transformation(osi) o3.test_check.NormDispIncr(osi, tol=1.0e-3, max_iter=35, p_flag=0) o3.algorithm.Newton(osi) o3.numberer.RCM(osi) o3.system.FullGeneral(osi) o3.integrator.DisplacementControl(osi, nodes[2], o3.cc.DOF2D_Y, 0.005) # o3.rayleigh.Rayleigh(osi, a0, a1, 0.0, 0.0) o3.analysis.Static(osi) o3.update_material_stage(osi, mat, stage=0) # Add static vertical pressure and stress bias # time_series = o3.time_series.Path(osi, time=[0, 100, 1e10], values=[0, 1, 1]) # o3.pattern.Plain(osi, time_series) ts0 = o3.time_series.Linear(osi, factor=1) o3.pattern.Plain(osi, ts0) o3.Load(osi, nodes[2], [0, -esig_v0 / 2]) o3.Load(osi, nodes[3], [0, -esig_v0 / 2]) o3.analyze(osi, num_inc=100) stresses = o3.get_ele_response(osi, ele, 'stress') print('init_stress0: ', stresses) # ts2 = o3.time_series.Path(osi, time=[110, 80000, 1e10], values=[1., 1., 1.], factor=1) # o3.pattern.Plain(osi, ts2, fact=1.) # y_vert = o3.get_node_disp(osi, nodes[2], o3.cc.Y) # o3.SP(osi, nodes[3], dof=o3.cc.Y, dof_values=[y_vert]) # o3.SP(osi, nodes[2], dof=o3.cc.Y, dof_values=[y_vert]) # # o3.analyze(osi, 25, dt=1) o3.wipe_analysis(osi) o3.constraints.Transformation(osi) o3.test_check.NormDispIncr(osi, tol=1.0e-6, max_iter=35, p_flag=0) o3.algorithm.Newton(osi) o3.numberer.RCM(osi) o3.system.FullGeneral(osi) o3.analysis.Static(osi) o3.update_material_stage(osi, mat, stage=1) o3.analyze(osi, 25, dt=1) # o3.set_parameter(osi, value=sl.poissons_ratio, eles=[ele], args=['poissonRatio', 1]) # o3.extensions.to_py_file(osi) stresses = o3.get_ele_response(osi, ele, 'stress') print('init_stress1: ', stresses) exit_code = None strain = [0] stresses = o3.get_ele_response(osi, ele, 'stress') force0 = o3.get_node_reaction(osi, nodes[0], o3.cc.DOF2D_X) force1 = o3.get_node_reaction(osi, nodes[1], o3.cc.DOF2D_X) stress = [-force0 - force1] v_eff = [stresses[1]] h_eff = [stresses[0]] d_incs = np.diff(disps, prepend=0) for i in range(len(disps)): d_inc_i = d_incs[i] if target_d_inc < abs(d_inc_i): n = int(abs(d_inc_i / target_d_inc)) d_step = d_inc_i / n else: n = 1 d_step = d_inc_i for j in range(n): o3.integrator.DisplacementControl(osi, nodes[2], o3.cc.DOF2D_X, -d_step) o3.Load(osi, nodes[2], [1.0, 0.0]) o3.Load(osi, nodes[3], [1.0, 0.0]) o3.analyze(osi, 1) o3.gen_reactions(osi) stresses = o3.get_ele_response(osi, ele, 'stress') print(stresses) v_eff.append(stresses[1]) h_eff.append(stresses[0]) force0 = o3.get_node_reaction(osi, nodes[0], o3.cc.DOF2D_X) force1 = o3.get_node_reaction(osi, nodes[1], o3.cc.DOF2D_X) stress.append(-force0 - force1) end_strain = o3.get_node_disp(osi, nodes[2], dof=o3.cc.DOF2D_X) strain.append(end_strain) return -np.array(stress), -np.array(strain), np.array(v_eff), np.array(h_eff), exit_code
def run(apply_diff): # If use_pload=true then apply point load at end, else apply distributed load along beam osi = o3.OpenSeesInstance(ndm=2, state=3) ele_len = 4.0 # Establish nodes left_node = o3.node.Node(osi, 0, 0) right_node = o3.node.Node(osi, ele_len, 0) # Fix left node if apply_diff: o3.Fix3DOF(osi, left_node, o3.cc.FIXED, o3.cc.FREE, o3.cc.FREE) o3.Fix3DOF(osi, left_node, o3.cc.FREE, o3.cc.FIXED, o3.cc.FIXED) else: o3.Fix3DOF(osi, left_node, o3.cc.FIXED, o3.cc.FIXED, o3.cc.FIXED) o3.Fix3DOF(osi, left_node, o3.cc.FIXED, o3.cc.FIXED, o3.cc.FIXED) o3.Fix3DOF(osi, right_node, o3.cc.FREE, o3.cc.FREE, o3.cc.FREE) e_mod = 200.0e2 i_sect = 0.1 area = 0.5 lp_i = 0.1 lp_j = 0.1 elastic = 0 if elastic: left_sect = o3.section.Elastic2D(osi, e_mod, area, i_sect) else: m_cap = 14.80 b = 0.05 phi = m_cap / (e_mod * i_sect) # mat_flex = o3.uniaxial_material.Steel01(osi, m_cap, e0=e_mod * i_sect, b=b) mat_flex = o3.uniaxial_material.ElasticBilin(osi, e_mod * i_sect, e_mod * i_sect * b, phi) mat_axial = o3.uniaxial_material.Elastic(osi, e_mod * area) left_sect = o3.section.Aggregator(osi, mats=[[mat_axial, o3.cc.P], [mat_flex, o3.cc.M_Z], [mat_flex, o3.cc.M_Y]]) right_sect = o3.section.Elastic2D(osi, e_mod, area, i_sect) centre_sect = o3.section.Elastic2D(osi, e_mod, area, i_sect) integ = o3.beam_integration.HingeMidpoint(osi, left_sect, lp_i, right_sect, lp_j, centre_sect) beam_transf = o3.geom_transf.Linear2D(osi, ) ele = o3.element.ForceBeamColumn(osi, [left_node, right_node], beam_transf, integ) use_pload = 1 w_gloads = 1 if w_gloads: # Apply gravity loads pload = 1.0 * ele_len udl = 2.0 ts_po = o3.time_series.Linear(osi, factor=1) o3.pattern.Plain(osi, ts_po) if use_pload: o3.Load(osi, right_node, [0, -pload, 0]) else: o3.EleLoad2DUniform(osi, ele, -udl) tol = 1.0e-3 o3.constraints.Plain(osi) o3.numberer.RCM(osi) o3.system.BandGeneral(osi) n_steps_gravity = 10 o3.integrator.LoadControl(osi, 1. / n_steps_gravity, num_iter=10) o3.test_check.NormDispIncr(osi, tol, 10) o3.algorithm.Linear(osi) o3.analysis.Static(osi) o3.analyze(osi, n_steps_gravity) o3.gen_reactions(osi) print('reactions: ', o3.get_ele_response(osi, ele, 'force')[:3]) end_disp = o3.get_node_disp(osi, right_node, dof=o3.cc.Y) print(f'end_disp: {end_disp}') if use_pload: disp_expected = pload * ele_len**3 / (3 * e_mod * i_sect) print(f'v_expected: {pload}') print(f'm_expected: {pload * ele_len}') print(f'disp_expected: {disp_expected}') else: v_expected = udl * ele_len m_expected = udl * ele_len**2 / 2 disp_expected = udl * ele_len**4 / (8 * e_mod * i_sect) print(f'v_expected: {v_expected}') print(f'm_expected: {m_expected}') print(f'disp_expected: {disp_expected}') rot_0 = o3.get_ele_response(osi, ele, 'section', extra_args=['1', 'deformation'])[1] shear_0 = o3.get_ele_response(osi, ele, 'section', extra_args=['1', 'deformation'])[2] print( o3.get_ele_response(osi, ele, 'section', extra_args=['2', 'deformation']))
def get_inelastic_response(fb, roof_drift_ratio=0.05, elastic=False, w_sfsi=False, out_folder=''): """ Run seismic analysis of a nonlinear FrameBuilding Units: Pa, N, m, s Parameters ---------- fb: sfsimodels.Frame2DBuilding object xi Returns ------- """ osi = o3.OpenSeesInstance(ndm=2, state=3) q_floor = 7.0e3 # Pa trib_width = fb.floor_length trib_mass_per_length = q_floor * trib_width / 9.8 # Establish nodes and set mass based on trib area # Nodes named as: C<column-number>-S<storey-number>, first column starts at C1-S0 = ground level left nd = OrderedDict() col_xs = np.cumsum(fb.bay_lengths) col_xs = np.insert(col_xs, 0, 0) n_cols = len(col_xs) sto_ys = fb.heights sto_ys = np.insert(sto_ys, 0, 0) for cc in range(1, n_cols + 1): for ss in range(fb.n_storeys + 1): nd[f"C{cc}-S{ss}"] = o3.node.Node(osi, col_xs[cc - 1], sto_ys[ss]) if ss != 0: if cc == 1: node_mass = trib_mass_per_length * fb.bay_lengths[0] / 2 elif cc == n_cols: node_mass = trib_mass_per_length * fb.bay_lengths[-1] / 2 else: node_mass = trib_mass_per_length * ( fb.bay_lengths[cc - 2] + fb.bay_lengths[cc - 1] / 2) o3.set_node_mass(osi, nd[f"C{cc}-S{ss}"], node_mass, 0., 0.) # Set all nodes on a storey to have the same displacement for ss in range(0, fb.n_storeys + 1): for cc in range(2, n_cols + 1): o3.set_equal_dof(osi, nd[f"C1-S{ss}"], nd[f"C{cc}-S{ss}"], o3.cc.X) # Fix all base nodes for cc in range(1, n_cols + 1): o3.Fix3DOF(osi, nd[f"C{cc}-S0"], o3.cc.FIXED, o3.cc.FIXED, o3.cc.FIXED) # Define material e_conc = 30.0e9 # kPa i_beams = 0.4 * fb.beam_widths * fb.beam_depths**3 / 12 i_columns = 0.5 * fb.column_widths * fb.column_depths**3 / 12 a_beams = fb.beam_widths * fb.beam_depths a_columns = fb.column_widths * fb.column_depths ei_beams = e_conc * i_beams ei_columns = e_conc * i_columns eps_yield = 300.0e6 / 200e9 phi_y_col = calc_yield_curvature(fb.column_depths, eps_yield) phi_y_beam = calc_yield_curvature(fb.beam_depths, eps_yield) # Define beams and columns # Columns named as: C<column-number>-S<storey-number>, first column starts at C1-S0 = ground floor left # Beams named as: B<bay-number>-S<storey-number>, first beam starts at B1-S1 = first storey left (foundation at S0) md = OrderedDict() # material dict sd = OrderedDict() # section dict ed = OrderedDict() # element dict for ss in range(fb.n_storeys): # set columns lp_i = 0.4 lp_j = 0.4 # plastic hinge length col_transf = o3.geom_transf.Linear2D( osi, ) # d_i=[0.0, lp_i], d_j=[0.0, -lp_j] for cc in range(1, fb.n_cols + 1): ele_str = f"C{cc}-S{ss}S{ss + 1}" if elastic: top_sect = o3.section.Elastic2D(osi, e_conc, a_columns[ss][cc - 1], i_columns[ss][cc - 1]) bot_sect = o3.section.Elastic2D(osi, e_conc, a_columns[ss][cc - 1], i_columns[ss][cc - 1]) else: m_cap = ei_columns[ss][cc - 1] * phi_y_col[ss][cc - 1] mat = o3.uniaxial_material.ElasticBilin( osi, ei_columns[ss][cc - 1], 0.05 * ei_columns[ss][cc - 1], 1 * phi_y_col[ss][cc - 1]) mat_axial = o3.uniaxial_material.Elastic( osi, e_conc * a_columns[ss][cc - 1]) top_sect = o3.section.Aggregator(osi, mats=[[mat_axial, o3.cc.P], [mat, o3.cc.M_Z]]) bot_sect = o3.section.Aggregator(osi, mats=[[mat_axial, o3.cc.P], [mat, o3.cc.M_Z]]) centre_sect = o3.section.Elastic2D(osi, e_conc, a_columns[ss][cc - 1], i_columns[ss][cc - 1]) sd[ele_str + "T"] = top_sect sd[ele_str + "B"] = bot_sect sd[ele_str + "C"] = centre_sect integ = o3.beam_integration.HingeMidpoint(osi, bot_sect, lp_i, top_sect, lp_j, centre_sect) bot_node = nd[f"C{cc}-S{ss}"] top_node = nd[f"C{cc}-S{ss + 1}"] ed[ele_str] = o3.element.ForceBeamColumn(osi, [bot_node, top_node], col_transf, integ) print('mc: ', ei_columns[ss][cc - 1] * phi_y_col[ss][cc - 1]) # Set beams lp_i = 0.4 lp_j = 0.4 beam_transf = o3.geom_transf.Linear2D(osi, ) for bb in range(1, fb.n_bays + 1): ele_str = f"C{bb}C{bb + 1}-S{ss + 1}" print('mb: ', ei_beams[ss][bb - 1] * phi_y_beam[ss][bb - 1]) print('phi_b: ', phi_y_beam[ss][bb - 1]) if elastic: left_sect = o3.section.Elastic2D(osi, e_conc, a_beams[ss][bb - 1], i_beams[ss][bb - 1]) right_sect = o3.section.Elastic2D(osi, e_conc, a_beams[ss][bb - 1], i_beams[ss][bb - 1]) else: m_cap = ei_beams[ss][bb - 1] * phi_y_beam[ss][bb - 1] # mat_flex = o3.uniaxial_material.ElasticBilin(osi, ei_beams[ss][bb - 1], 0.05 * ei_beams[ss][bb - 1], phi_y_beam[ss][bb - 1]) mat_flex = o3.uniaxial_material.Steel01(osi, m_cap, e0=ei_beams[ss][bb - 1], b=0.05) mat_axial = o3.uniaxial_material.Elastic( osi, e_conc * a_beams[ss][bb - 1]) left_sect = o3.section.Aggregator(osi, mats=[[mat_axial, o3.cc.P], [mat_flex, o3.cc.M_Z], [mat_flex, o3.cc.M_Y]]) right_sect = o3.section.Aggregator(osi, mats=[[mat_axial, o3.cc.P], [mat_flex, o3.cc.M_Z], [mat_flex, o3.cc.M_Y]]) centre_sect = o3.section.Elastic2D(osi, e_conc, a_beams[ss][bb - 1], i_beams[ss][bb - 1]) integ = o3.beam_integration.HingeMidpoint(osi, left_sect, lp_i, right_sect, lp_j, centre_sect) left_node = nd[f"C{bb}-S{ss + 1}"] right_node = nd[f"C{bb + 1}-S{ss + 1}"] ed[ele_str] = o3.element.ForceBeamColumn(osi, [left_node, right_node], beam_transf, integ) # Apply gravity loads gravity = 9.8 * 1e-2 # If true then load applied along beam g_beams = 0 # TODO: when this is true and analysis is inelastic then failure ts_po = o3.time_series.Linear(osi, factor=1) o3.pattern.Plain(osi, ts_po) for ss in range(1, fb.n_storeys + 1): print('ss:', ss) if g_beams: for bb in range(1, fb.n_bays + 1): ele_str = f"C{bb}C{bb + 1}-S{ss}" o3.EleLoad2DUniform(osi, ed[ele_str], -trib_mass_per_length * gravity) else: for cc in range(1, fb.n_cols + 1): if cc == 1 or cc == n_cols: node_mass = trib_mass_per_length * fb.bay_lengths[0] / 2 elif cc == n_cols: node_mass = trib_mass_per_length * fb.bay_lengths[-1] / 2 else: node_mass = trib_mass_per_length * ( fb.bay_lengths[cc - 2] + fb.bay_lengths[cc - 1] / 2) # This works o3.Load(osi, nd[f"C{cc}-S{ss}"], [0, -node_mass * gravity, 0]) tol = 1.0e-3 o3.constraints.Plain(osi) o3.numberer.RCM(osi) o3.system.BandGeneral(osi) o3.test_check.NormDispIncr(osi, tol, 10) o3.algorithm.Newton(osi) n_steps_gravity = 10 d_gravity = 1. / n_steps_gravity o3.integrator.LoadControl(osi, d_gravity, num_iter=10) o3.analysis.Static(osi) o3.analyze(osi, n_steps_gravity) o3.gen_reactions(osi) print('b1_int: ', o3.get_ele_response(osi, ed['C1C2-S1'], 'force')) print('c1_int: ', o3.get_ele_response(osi, ed['C1-S0S1'], 'force')) # o3.extensions.to_py_file(osi, 'po.py') o3.load_constant(osi, time=0.0) # Define the analysis # set damping based on first eigen mode angular_freq = o3.get_eigen(osi, solver='fullGenLapack', n=1)[0]**0.5 if isinstance(angular_freq, complex): raise ValueError( "Angular frequency is complex, issue with stiffness or mass") print('angular_freq: ', angular_freq) response_period = 2 * np.pi / angular_freq print('response period: ', response_period) # Run the analysis o3r = o3.results.Results2D() o3r.cache_path = out_folder o3r.dynamic = True o3r.pseudo_dt = 0.001 # since analysis is actually static o3.set_time(osi, 0.0) o3r.start_recorders(osi) # o3res.coords = o3.get_all_node_coords(osi) # o3res.ele2node_tags = o3.get_all_ele_node_tags_as_dict(osi) d_inc = 0.0001 o3.numberer.RCM(osi) o3.system.BandGeneral(osi) # o3.test_check.NormUnbalance(osi, 2, max_iter=10, p_flag=2) # o3.test_check.FixedNumIter(osi, max_iter=10) o3.test_check.NormDispIncr(osi, 0.002, 10, p_flag=0) o3.algorithm.Newton(osi) o3.integrator.DisplacementControl(osi, nd[f"C1-S{fb.n_storeys}"], o3.cc.X, d_inc) o3.analysis.Static(osi) d_max = 0.05 * fb.max_height # TODO: set to 5% print('d_max: ', d_max) # n_steps = int(d_max / d_inc) print("Analysis starting") print('int_disp: ', o3.get_node_disp(osi, nd[f"C1-S{fb.n_storeys}"], o3.cc.X)) # opy.recorder('Element', '-file', 'ele_out.txt', '-time', '-ele', 1, 'force') tt = 0 outputs = { 'h_disp': [], 'vb': [], 'REACT-C1C2-S1': [], 'REACT-C1-S0S1': [], } hd = 0 n_max = 2 n_cycs = 0 xs = fb.heights / fb.max_height # TODO: more sophisticated displacement profile ts_po = o3.time_series.Linear(osi, factor=1) o3.pattern.Plain(osi, ts_po) for i, xp in enumerate(xs): o3.Load(osi, nd[f"C1-S{i + 1}"], [xp, 0.0, 0]) # o3.analyze(osi, 2) # n_max = 0 time = [0] while n_cycs < n_max: print('n_cycles: ', n_cycs) for i in range(2): if i == 0: o3.integrator.DisplacementControl(osi, nd[f"C1-S{fb.n_storeys}"], o3.cc.X, d_inc) else: o3.integrator.DisplacementControl(osi, nd[f"C1-S{fb.n_storeys}"], o3.cc.X, -d_inc) while hd * (-1)**i < d_max: ok = o3.analyze(osi, 10) time.append(time[len(time) - 1] + 1) hd = o3.get_node_disp(osi, nd[f"C1-S{fb.n_storeys}"], o3.cc.X) outputs['h_disp'].append(hd) o3.gen_reactions(osi) vb = 0 for cc in range(1, fb.n_cols + 1): vb += o3.get_node_reaction(osi, nd[f"C{cc}-S0"], o3.cc.X) outputs['vb'].append(-vb) outputs['REACT-C1C2-S1'].append( o3.get_ele_response(osi, ed['C1C2-S1'], 'force')) outputs['REACT-C1-S0S1'].append( o3.get_ele_response(osi, ed['C1-S0S1'], 'force')) n_cycs += 1 o3.wipe(osi) o3r.save_to_cache() for item in outputs: outputs[item] = np.array(outputs[item]) print('complete') return outputs
def run_w_settings(ele_len, e_mod, i_sect, pload, udl, beam_in_parts, use_pload): osi = o3.OpenSeesInstance(ndm=2, state=3) # Establish nodes left_node = o3.node.Node(osi, 0, 0) right_node = o3.node.Node(osi, ele_len, 0) # Fix bottom node o3.Fix3DOF(osi, left_node, o3.cc.FIXED, o3.cc.FIXED, o3.cc.FIXED) o3.Fix3DOF(osi, right_node, o3.cc.FREE, o3.cc.FREE, o3.cc.FREE) area = 0.5 lp_i = 0.2 lp_j = 0.2 if beam_in_parts: elastic = 1 if elastic: left_sect = o3.section.Elastic2D(osi, e_mod, area, i_sect) else: m_cap = 600.0 b = 0.05 phi = m_cap / (e_mod * i_sect) # mat_flex = o3.uniaxial_material.Steel01(osi, m_cap, e0=e_mod * i_sect, b=b) mat_flex = o3.uniaxial_material.ElasticBilin( osi, e_mod * i_sect, e_mod * i_sect * b, phi) mat_axial = o3.uniaxial_material.Elastic(osi, e_mod * area) left_sect = o3.section.Aggregator(osi, mats=[ mat_axial.tag, o3.cc.P, mat_flex.tag, o3.cc.M_Z, mat_flex.tag, o3.cc.M_Y ]) right_sect = o3.section.Elastic2D(osi, e_mod, area, i_sect) centre_sect = o3.section.Elastic2D(osi, e_mod, area, i_sect) integ = o3.beam_integration.HingeMidpoint(osi, left_sect, lp_i, right_sect, lp_j, centre_sect) beam_transf = o3.geom_transf.Linear2D(osi, ) ele = o3.element.ForceBeamColumn(osi, [left_node, right_node], beam_transf, integ) else: beam_transf = o3.geom_transf.Linear2D(osi) ele = o3.element.ElasticBeamColumn2D(osi, [left_node, right_node], area, e_mod, i_sect, beam_transf) # Apply gravity loads # If true then load applied along beam ts_po = o3.time_series.Linear(osi, factor=1) o3.pattern.Plain(osi, ts_po) if use_pload: o3.Load(osi, right_node, [0, -pload, 0]) else: o3.EleLoad2DUniform(osi, ele, -udl) tol = 1.0e-3 o3.constraints.Plain(osi) o3.numberer.RCM(osi) o3.system.BandGeneral(osi) n_steps_gravity = 10 o3.integrator.LoadControl(osi, 1. / n_steps_gravity, num_iter=10) o3.test_check.NormDispIncr(osi, tol, 10) o3.algorithm.Linear(osi) o3.analysis.Static(osi) o3.analyze(osi, n_steps_gravity) o3.gen_reactions(osi) end_disp = o3.get_node_disp(osi, right_node, dof=o3.cc.Y) return o3.get_ele_response(osi, ele, 'force')[:3], end_disp
def test_disp_control_cantilever_nonlinear(): osi = o3.OpenSeesInstance(ndm=2, state=3) ele_len = 4.0 # Establish nodes left_node = o3.node.Node(osi, 0, 0) right_node = o3.node.Node(osi, ele_len, 0) # Fix bottom node o3.Fix3DOF(osi, left_node, o3.cc.FIXED, o3.cc.FIXED, o3.cc.FIXED) o3.Fix3DOF(osi, right_node, o3.cc.FREE, o3.cc.FREE, o3.cc.FREE) e_mod = 200.0 i_sect = 0.1 area = 0.5 lp_i = 0.1 lp_j = 0.1 m_cap = 0.30 b = 0.05 phi = m_cap / (e_mod * i_sect) # mat_flex = o3.uniaxial_material.Steel01(osi, m_cap, e0=e_mod * i_sect, b=b) mat_flex = o3.uniaxial_material.ElasticBilin(osi, e_mod * i_sect, e_mod * i_sect * b, phi) mat_axial = o3.uniaxial_material.Elastic(osi, e_mod * area) left_sect = o3.section.Aggregator(osi, mats=[[mat_axial, o3.cc.P], [mat_flex, o3.cc.M_Z], [mat_flex, o3.cc.M_Y]]) right_sect = o3.section.Elastic2D(osi, e_mod, area, i_sect) centre_sect = o3.section.Elastic2D(osi, e_mod, area, i_sect) integ = o3.beam_integration.HingeMidpoint(osi, left_sect, lp_i, right_sect, lp_j, centre_sect) beam_transf = o3.geom_transf.Linear2D(osi, ) ele = o3.element.ForceBeamColumn(osi, [left_node, right_node], beam_transf, integ) # start displacement controlled d_inc = 0.01 # opy.wipeAnalysis() o3.constraints.Plain(osi) o3.numberer.RCM(osi) o3.system.BandGeneral(osi) o3.test_check.NormUnbalance(osi, 2, max_iter=10, p_flag=0) # o3.test_check.FixedNumIter(osi, max_iter=10) # o3.test_check.NormDispIncr(osi, 0.002, 10, p_flag=0) o3.algorithm.Newton(osi) o3.integrator.DisplacementControl(osi, right_node, o3.cc.Y, d_inc) o3.analysis.Static(osi) ts_po = o3.time_series.Linear(osi, factor=1) o3.pattern.Plain(osi, ts_po) o3.Load(osi, right_node, [0.0, 1.0, 0]) o3.analyze(osi, 4) end_disp = o3.get_node_disp(osi, right_node, dof=o3.cc.Y) r = o3.get_ele_response(osi, ele, 'force')[:3] k = r[1] / -end_disp k_elastic_expected = 1. / (ele_len**3 / (3 * e_mod * i_sect)) assert np.isclose(k, k_elastic_expected) o3.analyze(osi, 6) end_disp = o3.get_node_disp(osi, right_node, dof=o3.cc.Y) r = o3.get_ele_response(osi, ele, 'force')[:3] k = r[1] / -end_disp assert k < 0.95 * k_elastic_expected